Schöck Isokorb Type S22 and S16

Transcription

1 Schöck Isokorb Type S22 and S16 Figure 1. Schöck Isokorb Type S22 The Schöck Isokorb Type S22 and S16 is used to transmit axial and shear forces in a steel connection. The combination of multiple modules can be used to resist moment forces in a steel connection. This design methodology has been approved under the German technical authority DIBT as National Technical Approval No. Z It has been reviewed based on the American National Standard ANSI/AISC Specification for Structural Steel buildings published by the American National Standards Institute (ANSI) and the American Institute of Steel Construction (AISC).

2 ETA Approval No. Z reviewed under ANSI/AISC /13 Product Description. The Schöck Isokorb for steel connection module is used to resist compression, tension and shear forces. s acting together in tandem can resist moment forces for a cantilevered beam connection. This product comes in two variants: S16 and S22. The 16 and 22 refer to the size of the stainless-steel bolts provided in each product, M16 and M22 respectively. In addition to the bolts there is a stainless-steel HSS that provides rigidity to the product to help resist shear forces. Two end plates make up the remainder of the product structure. The structural portion of the module is surrounded in a Neopor insulation block to complete the product. Figure 2. Description of Isokorb Components Figure 3. Description of Thermal Break Connection Structural Material Specifications Item EU Class Nominal Strength Material No. Comparable Alloy M16 bolts MPa (116 ksi) ASTM A240 Duplex 2507 M22 bolts MPa (116 ksi) ASTM A240 Duplex 2507 HSS (50x50x3mm) S MPa (80 ksi) ASTM A240 Grade 316 Ti end plates (t=12mm) S MPa (72 ksi) ASTM A240 Grade 316 Table 1. Material Properties

3 ETA Approval No. Z reviewed under ANSI/AISC /13 Notes on Capacity Calculations: The Schöck Isokorb steel connection modules are for static loading only with no torsion forces passing through the connection. Rigid end-plates are assumed for the beam at the thermal break connection. Calculation of shear resistance depends on the compression/tension in the module bolts. There are three possible conditions: - Bolts in compression zone: both bolts are in compression - Bolts in compression/tension combination zone: one bolt is in compression and the other is in tension - Bolts in tension zone: both bolts are in tension The design rules for the allocation of shear demand to connection modules have been developed through physical trials and testing. The allocation of shear demand to modules may be distributed to the according to the maximum shear strength of each modules provided the following conditions are met: - The applied shear forces V u,y and V u,z are allocated to all modules proportionally (figure 5), so the following holds for all modules: V u,i,y / V u,i,z = const. i = 1, 2, number of modules - The distribution of shear demand is symmetrical about the z-axis. - The sum of the shear force components of the individual modules corresponds to the total shear force acting on the connections. Figure 4. Allocation of Shear Demand to s

4 ETA Approval No. Z reviewed under ANSI/AISC /13 Notes on nomenclature: subscript Ed stands for factored loading imposed on the connection and the subscript Rd stands for the resistance provided by the module or bolts. The table below describes the European terms provided in this manual in their equivalent American form: Z ANSI/AISC Description Z Ed T u Factored tension force in bolt under consideration D Ed C u Factored compression force in bolt under consideration C ZD,Rd T u Factored tension force in element under consideration C VZ,Rd ɸV n,t Max shear resistance when module is in tension C VD,Rd ɸV n,c Max shear resistance when module is in compression V y,l,ed V i,u,y Factored horizontal shear in module under consideration V z,l,ed V i,u,z Factored vertical shear in module under consideration V z,rd ɸV n,z Vertical shear resistance of module V y,rd ɸV n,y Horizontal shear resistance of module M z,ed M u,z Factored moments about z-axis M z,rd ɸM n,z Factored resistance about z-axis N Ed P u Factored axial forces N GS,Ed P u,bolt Factored axial forces in bolts determined by statics N Rd ɸP n, bolt Factored axial resistance of bolt Table 2. Nomenclature Figure 5. Sign Convention for Structural System

5 ETA Approval No. Z reviewed under ANSI/AISC /13 Overview: Structural Cases Case 1. Supported Steel Connection with Vertical Shear ±V z, Horizontal Shear ±V y and Axial Forces ±P x only, with one connecting module. (page 6) Case 2. Cantilevered Steel Connection with Vertical Shear ±V z, Horizontal Shear ±V y and Axial Forces ±P x, and Moments in the vertical and horizontal planes ±M y and ±M z with multiple connecting modules in tandem. (page 7) Case 3. Cantilevered Steel Connection with Vertical Shear ±V z, Horizontal Shear ±V y and Axial Forces ±P x, and Moments in the vertical and horizontal planes ±M y and ±M z with multiple connecting modules. (page 9)

6 ETA Approval No. Z reviewed under ANSI/AISC /13 Case 1. Supported Steel Connection with Vertical Shear ±V z, Horizontal Shear ±V y and Axial Forces ±P x only, with one connecting module. Figure 6. Case 1: Supported Steel Connection Schöck Isokorb S16 S22 Capacity calculation ɸP n [kip/] per: ±26.3 ±50.7 Shear Resistance for Compression Case ɸV n,z [kip/] 0 V u,y 1.3 ±6.7 0 V u,y 1.3 ± V u,y 1.3 V ±(6.7 - V u,y u,y ) ±(8.1 - V u,y ) ɸV n,y [kip/] ±min {3.4; (6.7 - V u,z )} ±min {4.0; (8.1 - V u,z )} Shear Resistance for Tension Case ɸV n,z [kip/] 0 P u,x 6.0 ±(6.7 - V u,y ) 0 P u,x 26.4 ±(8.1 - V u,y ) ±(⅓*(26.3-P u,x) - ±(⅓*(50.7-P u,x) P u,x P u,x 50.7 V u,y ) V u,y ) ɸV n,y [kip/] 0 P u,x 6.0 ±min {3.4; (6.7-0 P u,x 26.4 ±min {4.0; ( P u,x 26.3 Table 3. Case 1 Axial and Shear Capacity V u,z ) ±min {3.4; ⅓* (26.3- P u,x) - V u,z ) 26.4 P u,x 50.7 V u,z ) ±min {4.0; ⅓*(50.7- P u,x) - V u,z )

7 ETA Approval No. Z reviewed under ANSI/AISC /13 Case 2. Cantilevered Steel Connection with Vertical Shear ±V z, Horizontal Shear ±V y and Axial Forces ±P x, and Moments in the vertical and horizontal planes ±M y and ±M z with multiple connecting modules in tandem. Figure 7. Case 2: Simple Cantilevered Steel Connection Axial resistance per bolt Schöck Isokorb S16 S22 Axial Capacity per: ɸP n, bolt [kip/bolt] Bolt ±13.1 ±25.3 ɸP n, bolt, Mz [kip/bolt] Bolt ±6.6 ±12.7 Table 4. Case 2 Axial Capacity Figure 8. Case 2: Lever Arms Note: The tension/compression capacity of the bolt is reduced under moment about the z-axis to ensure that adequate shear strength in the y-direction is obtained. Axial forces in the bolts can be combined with the lever arm to resist moment forces in the connection. +ɸP n, bolt is considered a bolt in tension and -ɸP n, bolt is considered a bolt in compression. Force Components: - Axial force P u,x P 1,u,bolt = P u,x /4 - Moment about y-axis M u,y P 2,u,bolt = M u,y / (4*z) - Moment about z-axis M u,z P 3,u,bolt = M u,z / (4*y) Check required of conditions of bi-axial moment and axial force combinations: - Condition 1: Bi-axial moment check combined with axial force: P 1,u,bolt + P 2,u,bolt + P 3,u,bolt ɸP n, bolt [kip/bolt] The maximum or minimum loaded bolt is the governing case - Condition 2: Axial force combined with minor (z-axis) moment: P 1,u,bolt + P 3,u,bolt ɸP n, bolt, Mz [kip/bolt]

8 ETA Approval No. Z reviewed under ANSI/AISC /13 Case 2. Continued Shear resistance per module and per connection Schöck Isokorb S16 S22 Capacity per: Shear Resistance for Compression Zone ɸV i,n,z [kip/] ±( V i,u,y ) ±( V i,u,y ) ɸV 1,n,y [kip/] ±min {5.2; ( V i,u,z )} ±min {5.6; ( V i,u,z )} Shear Resistance for Tension/Compression Zone and Tension Zone ɸV 1,n,z [kip/] 0 P i,u,bolt ±(6.7 - V i,u,y ) 0 P i,u,bolt 13.2 ±(8.1 - V i,u,y ) ±(⅔*(25.3- P i,u,bolt) P i,u,bolt ±(⅔*(13.1- P i,u,bolt) 13.2 P i,u,bolt 13.1 V 1,u,y ) 25.3 ɸV 1,n,y [kip/] V 1,u,y ) 0 P i,u,bolt ±min {5.2; {6.7-0 P i,u,bolt ±min {5.6; { V i,u,z } 13.2 V i,u,z } Table 5. Case 2 Shear Capacity 3.0 P i,u,bolt 13.1 ±min{5.2; (⅔*(13.1- P i,u,bolt) - V i,u,z } Notes: Determination of axial forces P i,u,bolt acting on each bolt: P i,u,bolt = P u,x /4 ± M u,y /(4*z) ± M u,z /(4*y) 13.2 P i,u,bolt 25.3 ±min{5.6; (⅔*(25.3 P i,u,bolt) - V i,u,z } Determination of shear forces resisted per module is dependent on axial loading of the bolts. For loading in: - Compression: Both bolts in compression - Compression and tension combined: One bolt in compression the other in tension - Tension: Both bolts in tension In each loaded area (compression, compression/tension, and tension) the maximum positive axial force P i,u,bolt must be used. ɸV i,n,z: Shear resistance in the z-direction for a single module, i, depends on the axial force, + P i,u,bolt, in that module, i. ɸV i,n,y: Shear resistance in the y-direction for a single module, i, depends on the axial force, + P i,u,bolt, in that module, i. Conditions: - The ratio of the vertical shear force V u,z and horizontal shear force V u,y for a single module is constant. - V u, z / V u,x = ɸV i,n,z /ɸV i,n,y = ɸV n,z /ɸV n,y - If the condition is not met, a reduction must be made to V u, z or V u,x in order to keep the ratio constant in the module. - V u,z ɸV i,n z - V u,y ɸV i,n y

9 ETA Approval No. Z reviewed under ANSI/AISC /13 Case 3. Cantilevered Steel Connection with Vertical Shear ±V z, Horizontal Shear ±V y and Axial Forces ±P x, and Moments in the vertical and horizontal planes ±M y and ±M z with multiple connecting modules. Figure 9. Case 3: Complex Cantilevered Steel Connection Axial resistance per bolt Schöck Isokorb S16 S22 Axial Capacity per: ɸP n, bolt [kip/bolt] Bolt ±13.1 ±25.3 ɸP n, bolt, Mz [kip/bolt] Bolt ±6.6 ±12.7 Table 6. Case 3 Axial Capacity Figure 10. Case 3: Lever Arms Axial forces in the bolts can be combined with the lever arm to resist moment forces in the connection. +ɸP n, bolt is considered a bolt in tension and -ɸP n, bolt is considered a bolt in compression. Numbering the multiple bolts: - m: Number of bolts per connection in the z-direction - n: Number of bolts per connection in the y-direction Force Components: - Axial force P u,x P 1,u,bolt = P u,x /(m*n) - Moment about y-axis M u,y P 2,u,bolt = ±M u,y / (2*m*z 2 + 2*m*z 1/z 2*z 1) - Moment about z-axis M u,z P 3,u,bolt = ±M u,y / (2*n*y 2 + 2*n*y 1/y 2*y 1) - Check required of conditions of bi-axial moment and axial force combinations: - Condition 1: Bi-axial moment check combined with axial force: P 1,u,bolt + P 2,u,bolt + P 3,u,bolt ɸP n,bolt [kip/bolt] The maximum or minimum loaded bolt is the governing case - Condition 2: Axial force combined with minor (z-axis) moment: P 1,u,bolt + P 3,u,bolt ɸP n,bolt, Mz [kip/bolt]

10 ETA Approval No. Z reviewed under ANSI/AISC /13 Case 3. Continued Shear resistance per module and per connection Schöck Isokorb S16 S22 Capacity per: Shear Resistance for Compression Zone ɸV i,n,z [kip/] ±( V i,u,y ) ±( V i,u,y ) ɸV i,n,y [kip/] ±min {5.2; ( V i,u,z )} ±min {5.6; ( V i,u,z )} Shear Resistance for Tension/Compression Zone and Tension Zone ɸV i,n,z [kip/] 0 P i,u,bolt ±(6.7 - V i,u,y ) 0 P i,u,bolt 13.2 ±(8.1 - V i,u,y ) 3.0 ±(⅔*(25.3- P i,u,bolt) P i,u,bolt ±(⅔*(13.1 P i,u,bolt) 13.2 P i,u,bolt V i,u,y ) 25.3 ɸV i,n,y [kip/] V i,u,y ) 0 P i,u,bolt ±min {5.2; {6.7-0 P i,u,bolt ±min {5.6; { V i,u,z } 13.2 V i,u,z } 3.0 P i,u,bolt ±min{5.2; (⅔*( P i,u,bolt ±min{5.6; (⅔*( P i,u,bolt) - V i,u,z } 25.3 P i,u,bolt) - V i,u,z } Table 7. Case 3 Shear Capacity Notes: Determination of axial forces P i,u,bolt acting on each bolt: P i,u,bolt = P u,x /(m*n) ± M u,y /(2*m*z 2 + 2*m*z i/z 2 * z i) ± M u,z /(2*n*y 2 + 2*n*y i/y 2 * y i) Determination of shear forces resisted per module is dependent on axial loading of the bolts. For loading in: - Compression: Both bolts in compression - Compression and tension combined: One bolt in compression the other in tension - Tension: Both bolts in tension In each loaded area (compression, compression/tension, and tension) the maximum positive axial force P i,u,bolt must be used. ɸV i,n,z: Shear resistance in the z-direction for a single module, i, depends on the axial force, + P i,u,bolt, in that module, i. ɸV i,n,y: Shear resistance in the y-direction for a single module, i, depends on the axial force, + P i,u,bolt, in that module, i. Conditions: - The ratio of the vertical shear force V u,z and horizontal shear force V u,y for a single module is constant. - V u, z / V u,x = ɸV i,n,z /ɸV i,n,y = ɸV n,z /ɸV n,y - If the condition is not met, a reduction must be made to V u, z or V u,x in order to keep the ratio constant in the module. - V u,z ɸV i,n z - V u,y ɸV i,n y

11 ETA Approval No. Z reviewed under ANSI/AISC /13 Deflections Deflection of Schöck Isokorb connection due to axial forces, A u,x Tension zone: Compression zone: Stiffness constant in tension: Stiffness constant in compression: Δl T = + P u,x * 1/k T Δl C = - P u,x * 1/k C k T k C Schöck Isokorb S16 S22 Stiffness constant For: Area K [kip/in] Tension Compression Table 8. Stiffness Constants Deflection of Schöck Isokorb connection due to moment forces, M u,y Figure 11. Deflection Calculation ϕ tan ϕ = (Δl T + Δl C) / a ϕ [rad] = M y / C [rad] ϕ [rad]: M y [kip*ft]: C [kip*in/rad]: A [in]: angle of deflection moment on the connection for the ULS deflection calculation rotational stiffness moment arm Schöck Isokorb 2 x S16 2 x S22 Rotational stiffness C [kip*in/rad] Connection 416 *a *a 2 Table 9. Rotational Stiffness

12 ETA Approval No. Z reviewed under ANSI/AISC /13 Schöck Isokorb S-Line Expansion joints/fatigue resistance Figure 12. Slotted Connection for Thermal Movement Figure 13. Expansion Joint by Slotted Connection Effective deformation length l eff When using a thermal break for steel connections a steep temperature gradient is imposed at the building envelope between the interior and exterior steel structure. The interior structure under climate control is kept relatively stable and does not expand or contract significantly, while the exterior structure may undergo large temperature fluctuations. These temperature fluctuations can cause significant stress in the thermally broken connection and, if the stress is too large, can limit the fatigue life of the connection. To prevent this, a maximum length between connections before an expansion joint or other relief method is introduced (l eff). This permitted effective deformation length is the maximum distance apart that two or more Schöck Isokorb type S connections may be arranged if the structure connected to the Schöck Isokorb type S cannot freely expand in length, thus leading to horizontal shifts in the Schöck Isokorb type S. Expansion joint length l ex This length covers the expansion joint spacing and can also be bigger than the effective deformation length l eff l ex The permitted effective deformation length depends on: - the design of the on-site end plate (high tolerances) - the temperature differences - the stiffness of the exterior steel structure The definition and verification of these boundary condition lies with the Engineer of Record (EOR). Please feel free to contact our North American Design Department for further information.

13 ETA Approval No. Z reviewed under ANSI/AISC /13 Schöck Isokorb S-Line Expansion joints/fatigue resistance Expansion joint length = effective deformation length Figure 14. Expansion Joint Spacing (zero movement at central fixed point) Effective deformation length Expansion joint length Figure 15. Expansion Joint Spacing Higher than Spacing of Effective Deformation Length